Flood ecological regulation and control method based on dynamic water volume coupling

Abstract

The invention discloses a flood ecological regulation and control method based on dynamic water volume coupling. The method comprises the following steps: constructing a Saint-Venant equation set of an upstream reservoir; discrete processing is carried out on the Saint-Venant equation set; calculating to obtain the discharged water amount of the upstream reservoir; and according to the discharged water amount of the upstream reservoir, a river dynamic water amount balance equation of the upstream-to-downstream water delivery interval is constructed. According to the method, MIKE 11 is used for simulating the current ecological water delivery dispatching mode of the downstream of the Tarim River, the water discharge amount and flow of the Tarim River under different water incoming frequencies are simulated and analyzed on the basis, the regulation and control of the ecological gate are combined, the ecological water demand suitable allocation under the optimization of the ecological landscape pattern is analyzed, and along with the promotion of ecological water delivery, the ecological water delivery efficiency is improved. River flood is expanded to both sides of the river channel, so that the regeneration of desert riparian forests is greatly promoted; and a dynamic balance model of ecological water volume scheduling is provided, so that the ecological environment is restored to the greatest extent and the utilization efficiency of ecological water is improved to the greatest extent.

Description

Technical Field

[0001] The present invention belongs to the technical field of ecological water transfer scheduling, and in particular relates to a flood ecological regulation method based on dynamic water volume coupling. Background Art

[0002] Since the 1950s, overexploitation of water and soil resources has led to the gradual drying up of downstream river channels, resulting in the disappearance of large areas of desert riparian forests and severe ecological damage. To rationally allocate ecological water resources and thereby regenerate and protect desert riparian forests, ecological water transfer projects have been launched. With the advancement of ecological water transfer, river flooding has expanded to both sides of the river, significantly promoting the regeneration of desert riparian forests. However, the resulting bottlenecks in ecological water utilization efficiency and vegetation restoration continue to constrain the sustainable development of the ecosystem.

[0003] Simulating ecological water transfer scheduling processes is a crucial research area in water resources management, particularly in basin-wide ecological water allocation, where the complex relationship between reservoir operation, ecological needs, and hydrodynamic processes must be comprehensively considered. Ecological water transfer scheduling often involves the coordinated operation of multiple reservoirs, inter-basin water transfers, and ecological protection objectives. It is characterized by a wide range of water resource allocation and complex scheduling variables. Advances in computer simulation technology have made it possible to construct mathematical models. By simulating water flow patterns and ecological responses within a basin, we can provide a more robust theoretical foundation and scientific basis for optimizing scheduling plans.

[0004] Existing technologies for simulating water transfer scheduling processes focus on optimizing the coordination between water transfer processes and ecological benefits. In the mid-20th century, researchers gradually integrated mathematical optimization models with water resource regulation, launching the field of model-based scheduling simulation research. For example, a basin-wide integrated scheduling method based on dynamic programming focuses on reservoir operation optimization and water flow propagation, laying the theoretical foundation for modern ecological water transfer models. Another example is a comprehensive approach incorporating artificial intelligence technologies that optimizes reservoir operation to maintain river and floodplain ecosystems.

[0005] In recent years, existing technologies have tended to combine advanced hydrodynamic models with ecohydrological models, incorporating ecological objectives into the design of water management schemes. For example, a comprehensive hydrological-economic model was used in a river basin to develop irrigation water reallocation scenarios for semi-arid basins, combining annual data on flow, water diversion, and economic returns. A one- and two-dimensional coupling method based on model nesting was proposed to simulate the ecological management process in a Dutch wetland reserve, providing important support for wetland restoration. Research on water transfer and scheduling simulation in China started relatively late, but has rapidly developed with the implementation of a series of large-scale water diversion projects. Since the 1960s, Chinese scholars have gradually established mathematical models suitable for watershed scheduling optimization and applied them to various practical projects. In recent years, Researcher Cheng Guodong of the Cold and Arid Regions Environmental and Engineering Research Institute of the Chinese Academy of Sciences has focused on ecohydraulics and ecological water diversion simulation, proposing a scheduling model based on in-stream ecological water demand indicators to optimize ecological water transfer strategies in desert rivers. Furthermore, a monitoring and evaluation system for ecological water transfer and ecological response has been established, and scientific models for ecological restoration and efficient use of ecological water have been explored. The system scientifically quantifies the ecological water transfer effectiveness of the Tarim River Basin, and plays an important role in consolidating the comprehensive management results of the Tarim River Basin and enhancing the ecological recovery of rivers and lakes.

[0006] In summary, the existing simulation technology has been applied to cross-regional water transfer projects and river basin ecological scheduling, and has achieved good results, which has gradually improved the research methods of ecological water transfer scheduling simulation. However, in some special areas, such as ecologically sensitive areas, simulation research still has the problem of low simulation accuracy. Summary of the Invention

[0007] The purpose of the present invention is to address the above-mentioned deficiencies in the prior art and provide a flood ecological regulation method based on dynamic water volume coupling to solve the problem of low simulation accuracy in the prior art for special areas.

[0008] In order to achieve the above object, the technical solution adopted by the present invention is:

[0009] A flood ecological control method based on dynamic water volume coupling includes the following steps:

[0010] S1. Construct the MIKE 11 hydrodynamic model of the upstream reservoir and obtain the Saint-Venant equations;

[0011] S2. Discretize the Saint-Venant equations to obtain the discharge and water level data of the upstream reservoir;

[0012] S3. Dynamically regulate the ecological gates in the water transfer area based on the downstream flow rate, and calculate the downstream water volume of the upstream reservoir;

[0013] S4. Based on the discharge volume of the upstream reservoir, construct the dynamic water balance equation of the river channel in the water transfer section from upstream to downstream.

[0014] Furthermore, in S1, the Saint-Venant equations are expressed as:

[0015]

[0016] Where Q is the flow rate; q is the lateral runoff; A is the water area; h is the water level; R is the hydraulic radius; C is the Xie Cai coefficient; α is the momentum correction coefficient; x is the time along the river; t is time; and g is the acceleration of gravity.

[0017] Furthermore, in S2, the Saint-Venant equations are discretized to obtain the upstream reservoir discharge and water level data, including:

[0018] Discretize the continuous equations in the Saint-Venant equations:

[0019]

[0020] Where b s is the storage width;

[0021] Discretize the momentum equation in the Saint-Venant equations:

[0022]

[0023] Where, α j , β j , γ j , δ j They represent the coefficients corresponding to the grid point j respectively; is the water level corresponding to grid point j-1 and time step n+1; is the flow rate corresponding to grid point j and time step n+1; Indicates the water level at grid point j+1 and time step n+1.

[0024] Furthermore, the coefficient α j , β j , γ j , δ j Respectively expressed as:

[0025] α j =f(A)

[0026]

[0027] γ j =F(A)

[0028]

[0029] Where f(A) is the functional relationship of the local section due to the change of the water flow cross-sectional area A; is the flow rate corresponding to grid point j and time step n; Δt represents the time step; Δx represents the spatial step; F(A) represents the functional relationship of the entire section due to the change of the cross-sectional area A; θ is a constant; Indicates the water level corresponding to grid point j-1 and time step n; represents the flow rate corresponding to grid point j-1 and time step (n+1) / 2; represents the flow rate corresponding to grid point j and time step n; represents the water level corresponding to grid point j+1 and time step n; Represents the flow rate corresponding to grid point j+1 and time step (n+1) / 2.

[0030] Furthermore, in S4, the dynamic water balance equation of the river channel in the water transfer interval from upstream to downstream is constructed, which is specifically expressed as follows:

[0031] W re =W SW +W GW +W EW +W WEL

[0032] Where W re Indicates the amount of water discharged from the upstream reservoir; W SW W represents the amount of recharge received by the soil vadose zone on both sides of the river during water transfer; GW Indicates the groundwater recharge received along the river; W EW Indicates the evaporation of river water surface; W WEL Indicates the amount of lake water entering the downstream.

[0033] Furthermore, the groundwater recharge along the river is W GW The calculation process is:

[0034] The calculation process of the restored water volume Q per unit river length of the entire river section is:

[0035] Q=2×Q1+Q2

[0036] in,

[0037] Q1=μ×∫0 x [f(x2)-f(x1)]dx

[0038] Q2=μ×[f(x2=0)-f(x1=0)]×B0

[0039] Where Q1 is the amount of restored water per unit river length; Q2 is the amount of restored water directly below the riverbed; f(x1) is the water level before water delivery, and f(x2) is the water level after water delivery; μ is the saturation difference when the groundwater level rises, and B0 is the average bottom width of the riverbed.

[0040] According to the calculation process of the water volume q per unit length of the entire river section, the water volume per unit length of the upstream section of the river is calculated as Q 上 The water volume restored per unit river length of the downstream section is Q 下 , and then calculate the groundwater recharge W obtained along the river GW :

[0041] W GW =L×(Q 上 +Q 下 ) / 2

[0042] Where L represents the river distance between the upstream section and the downstream section.

[0043] Furthermore, the evaporation of river water surface W EW Expressed as:

[0044] W EW =ε×E0×B×L×t

[0045] Where ε is the water surface evaporation conversion coefficient; E0 is the monthly average measured value measured by a 20 cm diameter evaporation dish, B is the average width of the river surface, and t is the total duration of water delivery.

[0046] Furthermore, the amount of lake water entering the downstream is W WEL Expressed as:

[0047] W WEL =8.64×∑Q 湖

[0048] Where Q 湖 It is the daily observation value of surface water flow into the lake section.

[0049] Furthermore, the amount of recharge W received by the soil vadose zone on both sides of the river during water transfer SW Expressed as:

[0050]

[0051] The flood ecological control method based on dynamic water volume coupling provided by the present invention has the following beneficial effects:

[0052] 1. This paper uses MIKE 11 to simulate the current ecological water transfer scheduling mode in the lower reaches of the Tarim River. On this basis, it simulates and analyzes the discharge volume and flow rate of the Daxihaizi Reservoir under different water inflow frequencies. Combined with the regulation of ecological gates, it analyzes the appropriate allocation of ecological water demand under the optimization of ecological landscape pattern. With the advancement of ecological water transfer, river floods expand to both sides of the river channel, greatly promoting the regeneration of desert riparian forests; and proposes a dynamic equilibrium model for ecological water scheduling, thereby maximizing the restoration of the ecological environment and improving the efficiency of ecological water utilization. BRIEF DESCRIPTION OF THE DRAWINGS

[0053] Figure 1 This is the river section calculation grid of the embodiment of the present invention.

[0054] Figure 2 This is a diagram of a 6-point implicit difference format with point h as the center point in an embodiment of the present invention.

[0055] Figure 3 This is a 6-point central Abbott-Ionescu difference calculation of the momentum equation according to an embodiment of the present invention.

[0056] Figure 4 This is a schematic diagram of calculating the groundwater recovery amount in the equilibrium zone according to an embodiment of the present invention.

[0057] Figure 5 This is a flow chart of a flood ecological control method based on dynamic water volume coupling according to an embodiment of the present invention. DETAILED DESCRIPTION

[0058] The specific embodiments of the present invention are described below to facilitate understanding of the present invention by those skilled in the art. However, it should be clear that the present invention is not limited to the scope of the specific embodiments. For those skilled in the art, as long as various changes are within the spirit and scope of the present invention as defined and determined by the appended claims, these changes are obvious, and all inventions and creations utilizing the concepts of the present invention are protected.

[0059] This embodiment is based on a flood ecological control method based on dynamic water volume coupling. This embodiment selects the river channel between the downstream Daxihaizi Reservoir and Taitema Lake in the main stream as the research river section. From the two sluice gates of the Daxihaizi Reservoir, the Tarim River is divided into the Qiwenkor River in the north and the Old Tarim River in the south. After the two rivers meet at the Arakan section, they continue to flow south and eventually flow into Taitema Lake near the Kurgan section. The total length of the downstream river channel is about 485km. It is adjacent to the Kuruk Desert on the east and the Taklimakan Desert on the west; refer to Figure 5 , this embodiment specifically includes the following contents:

[0060] S1. Construct the MIKE 11 hydrodynamic model of the upstream reservoir and obtain the Saint-Venant equations;

[0061] The Saint-Venant equations, also known as the shallow water equations, are a set of partial differential equations used to describe the unsteady flow patterns in waterways and other shallow bodies of water with free surfaces. The basic assumptions underlying the Saint-Venant equations are:

[0062] ①The fluid is incompressible and homogeneous;

[0063] ② One-dimensional flow state, that is, the flow velocity in the water section is uniformly distributed;

[0064] ③ The riverbed slope is small and the longitudinal section variation is small;

[0065] ④Conforms to the hydrostatic pressure hypothesis;

[0066] Its expression is as follows:

[0067]

[0068] Where Q is the flow rate, m 3 / s; q is the lateral runoff, m 3 / s; A is the water flow area, m 2 ; h is the water level, m; R is the hydraulic radius, m; C is the Xie Cai coefficient; α is the momentum correction coefficient; x is the time along the river, m; t is the time, s; g is the acceleration of gravity, m / s 2 .

[0069] S2. Discretize the Saint-Venant equations to obtain the upstream reservoir discharge and water level data, which specifically include the following:

[0070] The continuity equation and momentum equation in the Saint-Venant equation are discretized by the finite difference method. The computational grid consists of flow points and water point locations. At the same time step, the flow points and water point locations are calculated separately, such as Figure 1 As shown in Figure 1. The river sections (or nodes) are arranged alternately in the order of water level (h-points) - flow (Q-points) - water level (h-points). Q-points and h-points are not located in the same section. Q-points are always located between adjacent h-points, and the distances can vary. Subsequently, within each time step, the implicit finite difference method is used to alternately calculate Q-points and h-points. The distribution of the computational grid points follows the following rules:

[0071] ①The upstream and downstream endpoints of the river section are used to calculate the water level, h;

[0072] ② The tributary inflow point is the calculated water level point, h;

[0073] ③The measured cross-section data point is used to calculate the water level, h;

[0074] ④ The point automatically inserted by the model according to the max△r value is the calculated water point, h;

[0075] ⑤ The building point is the calculated water point, h;

[0076] ⑥ There is only one flow calculation point between the two water level points, Q.

[0077] The discrete representation of the continuous equation is:

[0078]

[0079] Where b s is the storage width. Figure 2 , indicating that the flow Q is only related to x, so it is easy to derive a 6-point implicit format centered at point h.

[0080] The momentum equation is discretized:

[0081] The momentum equation is concentrated at the flow point and uses a differential format centered at point Q. The grid format is as follows: Figure 3 According to the 6-point central Abbott-Ionescu difference method, the momentum equation can be expressed as follows:

[0082]

[0083]

[0084] Among them, for the formula:

[0085]

[0086] Introduction:

[0087] We can get:

[0088]

[0089] in,

[0090] α j =f(A)

[0091]

[0092] γ j =F(A)

[0093]

[0094] Where f(a) is the functional relationship of the local section due to the change of the water flow cross-sectional area A; is the flow rate corresponding to grid point j and time step n; Δt represents the time step; Δx represents the spatial step; F(A) represents the functional relationship of the entire section due to the change of the cross-sectional area A; θ is a constant; Indicates the water level corresponding to grid point j-1 and time step n; represents the flow rate corresponding to grid point j-1 and time step (n+1) / 2; represents the flow rate corresponding to grid point j and time step n; represents the water level corresponding to grid point j+1 and time step n; Indicates the flow rate corresponding to grid point j+1 and time step (n+1) / 2; the value of the angle θ is 1.

[0095] By default, the software performs two iterations per time step to solve these equations. The initial iteration starts at the first time step, and the second iteration is calculated using the central difference of the first calculated value.

[0096] S3. Dynamically regulate the ecological gates in the water transfer area according to the downstream flow rate, and calculate the downstream water volume of the upstream reservoir by accumulating time.

[0097] According to information provided by the Tarim River Basin Administration and field research, the lower reaches of the Tarim River have seven ecological sluices. The Daxihaizi Reservoir has a flood discharge gate at its interface with the Wenkuoer River, and a water release gate at its interface with the Laota River. In addition, the Wenkuoer River has six ecological sluices: the Akdong Ecological Sluice, the Kumtuge Ecological Sluice, the Kunasite Ecological Sluice, the Maimaituohuti Ecological Sluice, the Moyuba Ecological Sluice, and the Satul Ecological Sluice. The Tarim River has one ecological sluice: the Kurgan Ecological Sluice. Specific sluice information is shown in Table 1.

[0098] Table 1 Basic overview of the ecological gates in the lower reaches of the Tarim River

[0099]

[0100] S4. Construct a dynamic water balance equation for the river channel from upstream to downstream based on the water discharge from the upstream reservoir;

[0101] Specifically, the dynamic water balance equation of the river channel from upstream to downstream is constructed, which is specifically expressed as follows:

[0102] W re =W SW +W GW +W EW +W WEL

[0103] Where W re Indicates the amount of water discharged from the upstream reservoir; W SWW represents the amount of recharge received by the soil vadose zone on both sides of the river during water transfer; GW Indicates the groundwater recharge received along the river; W EW Indicates the evaporation of river water surface; W WEL Indicates the amount of lake water entering the downstream.

[0104] The groundwater recharge volume W obtained along the river in this embodiment GW The calculation process is:

[0105] The water level changes in the river cross section after downstream ecological water transfer are shown in the figure below: Figure 4 As shown in the figure, curve ABCD represents the groundwater level after the water transfer, and straight line EFGH represents the groundwater level before the water transfer. The area between the two is the restored groundwater body, which can be obtained through zoning and segmentation calculations.

[0106] Assume that the curve shape of one side of the river section is CDHG, the water volume restored per unit river length is Q1, and the water volume restored directly below the riverbed is Q2. Based on the symmetry of the water level recovery curve, the calculation formula for the water volume restored per unit river length Q of the entire river section can be derived as follows:

[0107] Q=2×Q1+Q2

[0108] in,

[0109] Q1=μ×∫0 x [f(x2)-f(x1)]dx

[0110] Q2=μ×[f(x2=0)-f(x1=0)]×B0

[0111] Where Q1 is the amount of restored water per unit river length; Q2 is the amount of restored water directly below the riverbed; f(x1) is the water level before water delivery, and f(x2) is the water level after water delivery; μ is the saturation difference when the groundwater level rises, and B0 is the average bottom width of the riverbed.

[0112] According to the calculation process of the water volume Q per unit length of the entire river section, the water volume per unit length of the upstream section of the river is calculated as Q 上 The water volume restored per unit river length of the downstream section is Q 下 , and then calculate the groundwater recharge W obtained along the river GW :

[0113] W GW =L×(Q 上 +Q 下 ) / 2

[0114] Where L represents the river distance between the upstream section and the downstream section.

[0115] River water surface evaporation WEW Expressed as:

[0116] W EW =ε×E0×B×L×t

[0117] Where ε is the water surface evaporation conversion coefficient; E0 is the monthly average measured value measured by a 20 cm diameter evaporation dish, B is the average width of the river surface, and t is the total duration of water delivery.

[0118] The amount of lake water entering the downstream WEL Expressed as:

[0119] W WEL =8.64×∑Q 湖

[0120] Where q 湖 It is the daily observation value of surface water flow into the lake section.

[0121] The amount of recharge W received by the soil vadose zone on both sides of the river during water transfer SW Expressed as:

[0122]

[0123] As can be seen from Table 3-2,

[0124] Table 2 Ecological water transfer balance of the lower reaches of the Tarim River

[0125]

[0126]

[0127] The recharge rates of groundwater and the vadose zone have shown a clear trend over the past several years. Prior to the fifth water transfer, groundwater recharge significantly exceeded that of the vadose zone. During this period, linear water transfers were primarily used, with the goal of dredging rivers and replenishing lakes. This resulted in large amounts of water entering the aquifer, leading to rapid groundwater recharge. However, as groundwater levels gradually rose, water storage space gradually decreased, and water consumption per unit length of river decreased accordingly. Between the sixth and eleventh water transfers, groundwater and vadose zone recharge gradually approached each other. To address the reduction in groundwater storage space, water transfer methods were adjusted, with the addition of branch rivers and surface water transfers. This effectively increased water recharge to the vadose zone, alleviating the limitations of linear water transfers alone and also positively impacting soil moisture and vegetation recovery along both banks. After the twelfth water transfer, vadose zone recharge gradually exceeded groundwater recharge. This is primarily due to the increased use of surface water transfer and water transfer from distributary rivers, which has allowed river water to spread over a wider area and significantly increased the water storage capacity of the vadose zone. This change is beneficial for replenishing soil moisture, thereby promoting vegetation renewal and expansion, and is particularly crucial for restoring natural vegetation in damaged areas. Overall, with the optimization and adjustment of water transfer methods, from the initial focus on linear water transfer to distributary rivers and surface water transfer, the distribution of recharge has changed significantly. The rise in groundwater levels has provided a guarantee for the survival of existing vegetation, while the increase in recharge from the vadose zone provides water support for vegetation renewal and expansion.

[0128] In this embodiment, the greater the discharge flow from the Daxihaizi Reservoir, the shorter the duration of the flood peak propagation. When allocating the ecological water transfer volume downstream, if the discharge volume is small, in order to give priority to ensuring the minimum water surface maintenance area of ​​Taitema Lake, the single-channel method of the Old Tarim River can be selected for ecological water transfer. If the discharge volume is large, under the premise of ensuring the minimum ecological water demand of Taitema Lake, the dual-channel ecological water transfer method is adopted, considering the advantages of the dual-channel model in water transfer rate, water volume regulation and ecological benefits, to more effectively meet ecological needs; as the discharge volume increases, the water transfer efficiency of the lower reaches of the Tarim River gradually increases. Among single-channel water transfer, the water transfer efficiency of the Old Tarim River is better than that of the Qiwenkor River, and the dual-channel water transfer is significantly better than the single-channel model in terms of efficiency, especially in terms of flow coordination, scheduling optimization and efficiency balance. It has more advantages, can effectively reduce leakage losses, and improve ecological benefits.

[0129] Although the specific embodiments of the invention are described in detail in conjunction with the accompanying drawings, this should not be construed as limiting the scope of protection of this patent. Within the scope described by the claims, various modifications and variations that can be made by those skilled in the art without creative work still fall within the scope of protection of this patent.

Claims

1. A flood ecological control method based on dynamic water volume coupling, characterized in that: The following steps are involved: S1. Construct the MIKE 11 hydrodynamic model of the upstream reservoir and obtain the Saint-Venant equations; S2. Discretize the Saint-Venant equations to obtain the discharge and water level data of the upstream reservoir; S3. Dynamically regulate the ecological gates in the water transfer area based on the downstream flow rate, and calculate the downstream water volume of the upstream reservoir; S4. Based on the discharge volume of the upstream reservoir, construct the dynamic water balance equation of the river channel in the water transfer section from upstream to downstream.

2. The flood ecological control method based on dynamic water volume coupling according to claim 1 is characterized in that: In S1, the Saint-Venant equations are expressed as: Where Q is the flow rate; q is the lateral runoff; A is the water area; h is the water level; R is the hydraulic radius; C is the Xie Cai coefficient; α is the momentum correction coefficient; x is the time along the river; t is time; and g is the acceleration of gravity.

3. The flood ecological control method based on dynamic water volume coupling according to claim 2 is characterized in that: In S2, the Saint-Venant equations are discretized to obtain the upstream reservoir discharge and water level data, specifically including: Discretize the continuous equations in the Saint-Venant equations: Where b s is the storage width; Discretize the momentum equation in the Saint-Venant equations: Where, α j , β j , γ j , δ j They represent the coefficients corresponding to the grid point j respectively; is the water level corresponding to grid point j-1 and time step n+1; is the flow rate corresponding to grid point j and time step n+1; Indicates the water level at grid point j+1 and time step n+1.

4. The flood ecological control method based on dynamic water volume coupling according to claim 3 is characterized in that: Coefficient α j , β j , γ j , δ j Respectively expressed as: Where f(A) is the functional relationship of the local section due to the change of the water flow cross-sectional area A; is the flow rate corresponding to grid point j and time step n; Δt represents the time step; Δx represents the spatial step; F(a) represents the functional relationship of the entire section due to the change of the cross-sectional area A; θ is a constant; Indicates the water level corresponding to grid point j-1 and time step n; represents the flow rate corresponding to grid point j-1 and time step (n+1) / 2; represents the flow rate corresponding to grid point j and time step n; represents the water level corresponding to grid point j+1 and time step n; Represents the flow rate corresponding to grid point j+1 and time step (n+1) / 2.

5. The flood ecological control method based on dynamic water volume coupling according to claim 1 is characterized in that: In S4, a dynamic water balance equation of the river channel in the water transfer interval from upstream to downstream is constructed, which is specifically expressed as follows: IN re =In SW +W GW +W EW +W WEL Where W re Indicates the amount of water discharged from the upstream reservoir; W SW W represents the amount of recharge received by the soil vadose zone on both sides of the river during water transfer; GW Indicates the groundwater recharge received along the river; W EW Indicates the evaporation of river water surface; W WEL Indicates the amount of lake water entering the downstream.

6. The flood ecological control method based on dynamic water volume coupling according to claim 5 is characterized in that: The groundwater recharge amount W obtained along the river GW The calculation process is: The calculation process of the restored water volume Q per unit river length of the entire river section is: Q=2×Q1+Q2 in, Q2=μ×[f(x2=0)-f(x1=0)]×B0 Where Q1 is the amount of restored water per unit river length; Q2 is the amount of restored water directly below the riverbed; f(x1) is the water level before water delivery, and f(x2) is the water level after water delivery; μ is the saturation difference when the groundwater level rises, and B0 is the average bottom width of the riverbed. According to the calculation process of the water volume Q per unit length of the entire river section, the water volume per unit length of the upstream section of the river is calculated as Q 上 The water volume restored per unit river length of the downstream section is Q 下 , and then calculate the groundwater recharge W obtained along the river GW : W GW =L×(Q 上 +Q 下 ) / 2 Where L represents the river distance between the upstream section and the downstream section.

7. The flood ecological control method based on dynamic water volume coupling according to claim 6 is characterized in that: River water surface evaporation W EW Expressed as: IN EW =ε×E0×B×L×t Where ε is the water surface evaporation conversion coefficient; E0 is the monthly average measured value measured by a 20 cm diameter evaporation dish, B is the average width of the river surface, and t is the total duration of water delivery.

8. The flood ecological control method based on dynamic water volume coupling according to claim 5 is characterized in that: The amount of lake water entering the downstream WEL Expressed as: IN WEL =8.64×∑Q 湖 Where Q 湖 It is the daily observation value of surface water flow into the lake section.

9. The flood ecological control method based on dynamic water volume coupling according to claim 5 is characterized in that: The amount of recharge W received by the soil vadose zone on both sides of the river during water transfer SW Expressed as: IN SW =In re -IN GW -IN EW -IN WEL

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